Joint connection

ABSTRACT

In a joint connection  20  in which a beam end and a column base of a structure  10 , or a peripheral member rigidly joined thereto, are joined to an other structure  13  capable of receiving a bending moment through supporting means  22 , a deformation due to a very small geometric movement within a resilient range is generated in the supporting means  22  by a reaction force generated at a joint portion with the other structure  13  due to an external force exerted on a beam or a column, thereby being capable of generating a bending moment Mr in a reverse direction to a bending moment Mc generated in the column base or the beam end.

TECHNICAL FIELD

The present invention relates to joint connections in which beam endsand column bases of a structure, or peripheral members rigidly joinedthereto are joined to another structure via supporting means.

BACKGROUND ART

As a column base joint connection for a building, there is one whichrigidly joints column bases of columns that the building has to afoundation, as described in patent document 1. That is, the column baseof the column is rigidly joined to the foundation; displacement of anintersecting angle between the column and the foundation is made smallerthan that in the case of a pin joint; and consequently, deformation ofthe entire building can be reduced.

In addition, when a simple beam is hung over a large span, a beam havinga large cross section is required in order to reduce bending deformationof the beam. In this case, the beam has a large size and a large weight.

Consequently, in the prior art, there have been methods adopted in whicha beam is of a trussed structure or a lattice structure and the beam isreduced in weight by converting a bending force exerted on the beam toan axial force, the beam is reduced in cross-section by applyingprestress on the beam, or the beam is reduced in cross-section byforming the beam to be a suspension structure.

[Patent Document 1] Japanese Patent Application Laid-Open (JP-A) No.2005-2777

DISCLOSURE OF THE INVENTION Problems to be Solved by the Invention

An object of the present invention is to minimize deformation of theentire building in a joint connection of a column base.

Another object of the present invention is to be capable of keeping upwith a large span by a small cross section in a joint connection of abeam end.

Means for Solving Problem

According to the present invention of claim 1, there is provided a jointconnection in which a beam end and a column base of a structure, or aperipheral member rigidly joined thereto, are joined to other structurecapable of receiving a bending moment via supporting means, whereindeformation due to a very small geometric movement within a resilientrange is generated in the supporting means by a reaction force generatedat a joint portion with the other structure due to an external forceexerting on a beam or a column, thereby being capable of generating abending moment Mr in a reverse direction to a bending moment Mcgenerated in the column base or the beam end.

According to the present invention of claim 2, in the present inventionof claim 1, the supporting means is a combination of at least two rods,each rod having one end joined to the beam end or the peripheral memberand having the other end joined to a lateral structure; and the one endand the other end of each of the rods being separated respectively, andan interval between the one end of each of the rods is narrower than aninterval between the other end of each of the rods.

According to the present invention of claim 3, in the present inventionof claim 1, the supporting means is a combination of at least two rods,each rod having one end coupled by a coupling member, the couplingmember being joined to the beam end or the peripheral member, and theother end of each of the rods being joined to a lateral structure; andthe one end and the other end of each of the rods being separatedrespectively, and an interval between the one end of each of the rods isnarrower than an interval between the other end of each of the rods

According to the present invention of claim 4, in the present inventionof claim 1, the supporting means is a combination of at least two rods,the rods having lower ends joined to a lower structure and having upperends joined to the column base or the peripheral member; wherein theupper ends and the lower ends of the rods are separated respectively,and an upper end interval is narrower than a lower end interval.

According to the present invention of claim 5, in the present inventionof claim 1, the supporting means is of a combination of at least tworods, the rods having lower ends joined to a lower structure, upper endsof the rods being coupled by a coupling member, and the coupling memberbeing joined to the column base or the peripheral member; and the upperends and the lower ends of the rods are separated respectively, and anupper end interval is narrower than a lower end interval.

According to the present invention of claim 6, in the present inventionof claim 5, the building structure is placed on a coupling portion ofthe coupling member and the rods.

According to the present invention of claim 7, in the present inventionof claims 5 or 6, one of joint portions of the coupling member and therods is a rigid joint.

According to the present invention of claim 8, in the present inventionof any of claims 5 to 7, the joint of the column base or the peripheralmember and the coupling member is of a tensile joint where introductiontensile force is exerted therebetween.

According to the present invention of claim 9, in the present inventionof claim 8, the tensile joint is provided with a resilient bridgingmember at the bottom of the coupling member, the resilient bridgingmember having both ends which are supported to the coupling member orthe rods, the resilient bridging member having an intermediate portionwhich is separated from the coupling member to be a rational crosssection with small deformation, and the intermediate portion of theresilient bridging member and the coupling member being passed throughby a bolt which is joined to the column base or the peripheral member.

According to the present invention of claim 10, in the present inventionof any one of claims 1 to 9, the moments are Mr=Mc.

According to the present invention of claim 11, in the present inventionof any one of claims 1 to 9, further, the moments are Mr>Mc.

According to the present invention of claim 12, in the present inventionof any one of claims 1, or 4 to 11, the lower structure is a foundation.

According to the present invention of claim 13, in the present inventionof any one of claims 4 to 11, the lower structure is a lower storybuilding structure.

According to the present invention of claim 14, there is provided abuilding including a frame structure which includes a plurality ofcolumns, at least one of the columns being joined to a lower structureby the joint connection of the column base as set forth in any one ofclaims 1, or 4 to 13.

According to the present invention of claim 15, there is provided abuilding including beams, at least one of the beams being joined to alateral structure by the joint connection of the beam end as set forthin any one of claims 1 to 3, 10, or 11.

According to the present invention of claim 16, there is provided abridge including beams, at least one of the beams being joined to alateral structure by the joint connection of the beam end as set forthin any one of claims 1 to 3, 10, or 11.

In the building structure according to the present invention, eachcolumn base of a plurality of mutually parallel arranged columns isjoined to a lower structure. However, for example, a column base for oneof the columns may be the joint connection characteristic of the presentinvention, and a column base for the other column may be a jointconnection not characteristic of the present invention, a simple pinjoint connection may be applied.

In the column base joint connection according to the present invention,a pair of rods provided between the lower structure and the column baseis not limited to those composed of two rods. For example, thosecomposed of four rods may be used, wherein two rods are provided on thegable side, and the other two rods are provided on the girder side inthe column base of one column.

In the joint connection according to the present invention, joints ofthe upper ends or the lower ends of two rods and the column base or thelower structure may be pin-jointed or rigidly jointed.

In the present invention, “rod” is not limited to a rod-like shape, but,a steel-like shape and a plate-like shape are included.

EFFECT OF THE INVENTION Claim 1

(a) In a joint connection in which a beam end and a column base of astructure, or a peripheral member rigidly joined thereto are joined toother structure via supporting means, a bending moment Mr in a reversedirection to a bending moment Mc generated in the column base or thebeam end due to a force orthogonally exerting on the axis of the beam orthe column can be generated by deformation of the supporting means(deformation due to a very small geometric movement within a resilientrange of the supporting means), whereby deformation of the beam end orthe column base (displacement of an intersecting angle between the beamor the column and other structure) is reduced and deformation of theentire structure is minimized.

Claim 2

(b) A pair of rods combined of two rods is provided between a lateralstructure and ends of a beam, each of the two rods have one end joinedto the lateral structure and have their other end joined to the ends ofthe beam, an interval on one end sides of the two rods is made narrowerthan an interval on the other end sides; whereby axial forces of the tworods exert a bending moment on the ends of the beam, and the bendingmoment reduces deformation of the beam (displacement of an intersectingangle between the beam and the lateral structure) and operates so as tominimize deformation of the entire beam.

(c) When a shear force exerts on the beam and the axial forces aregenerated in the two rods, a bending moment Mr generated at the ends ofthe beam due to the axial forces of the two rods is in a reversedirection to a bending moment Mc generated at the ends of the beam dueto the shear force exerting on the beam. Therefore, deformation of thebeam due to the bending moment Mc and deformation of the beam due to thebending moment Mr are balanced out with each other, deformation of thebeam is reduced, and deformation of the entire beam is minimized.

(d) As described above in (b) and (c), the deformation of the beam canbe reduced by the bending moments Mr and Mc exerting on the ends of thebeam; therefore, the other ends of the two rods are not rigidly joinedto the lateral structure, but, deformation of the beam is reduced evenin the case of easily pin-jointing, and deformation of the entire beamcan be minimized.

Claim 3

(e) A coupling member is joined to the beam end, a pair of rods combinedof two rods is provided between a lateral structure and a couplingmember, the two rods have their other ends joined to the lateralstructure and have their one end joined to the coupling member, and oneend interval between the two rods is made narrower than the other endinterval therebetween; accordingly, axial forces of the two rods exert abending moment on the coupling member, and the bending moment reducesdeformation of the beam and operates so as to minimize deformation ofthe entire structure.

(f) The coupling member is made of different composition material from astructural member joined to the beam end; and therefore, the couplingmember can be high stiffness as compared with a horizontal member as astructural member in which the coupling member is joined to the beamend. Therefore, the above described (e) bending moment Mr in which theaxial forces of the two rods exert on the coupling member is stablytransferred to the beam end; and consequently, this can be balanced outwith the bending moment Mc generated in the beam end. With thisconfiguration, deformation of the entire building can be stablyminimized.

(g) The length of the coupling member can be prolonged irrespective of aposition of the joint point of the coupling member fixed to the beamend. This means that a flange length f from the above described jointpoint of the coupling member and the beam end to a joint point of thecoupling member and the rod can be prolonged; therefore, the previouslydescribed (e) bending moment Mr in which the axial forces of the tworods exert on the coupling member can be increased. With thisconfiguration, deformation of the entire building can be minimized.

Claim 4

(h) A pair of rods combined of two rods is provided between a columnbase and a lower structure, the two rods have their lower ends joined tothe lower structure and also have their upper ends joined to the columnbase, an upper interval between the two rods is made narrower than alower interval therebetween; accordingly, axial forces of the two rodsexert a bending moment on the column base, and the bending momentreduces deformation of the column (displacement of the intersectingangle between a column and a foundation) and operates so as to minimizedeformation of the entire building.

(i) When shear force exerts on the column of the building structure andthe axial forces are generated in the two rods, a bending moment Mrgenerated in the column base due to the axial forces of the two rods isin a reverse direction to a bending moment Mc generated in the columnbase due to the shear force exerting on the column. Therefore,deformation of the column due to the bending moment Mc and deformationof the column due to the bending moment Mr are balanced out with eachother, deformation of the column is reduced, and deformation of theentire building is minimized.

(j) As described above in (h) and (i), the deformation of the column canbe reduced by the bending moments Mr and Mc exerting on the base member;therefore, the lower end of the two rods are not rigidly joined to thelower structure, but, deformation of the column is reduced even in thecase of easily pin-jointing, and deformation of the entire building canbe minimized.

Claim 5

(k) A coupling member is joined to a column base, a pair of rodscombined of two rods is provided between a lower structure and thecoupling member, the two rods have their lower ends joined to the lowerstructure and have their upper ends joined to the coupling member, anupper interval between the two rods is made narrower than a lowerinterval therebetween; accordingly, axial forces of the two rods exert abending moment on the coupling member, and the bending moment reducesdeformation of the column (displacement of an intersecting angle betweena column and a foundation) and operates so as to minimize deformation ofthe entire building.

(l) The coupling member is made of a different material composition fromthe structural member joined to the column base; therefore, the couplingmember can have a high stiffness as compared with a horizontal member asa structural member in which the coupling member is joined to the columnbase. Therefore, the above described (k) bending moment Mr in which theaxial forces of the two rods exert on the coupling member is stablytransferred to the column base; consequently, this can be balanced outwith the bending moment Mc generated in the column base. With thisconfiguration, deformation of the entire building can be stablyminimized.

(m) The length of the coupling member made up of a cross member can beprolonged irrespective of a position of a rigid joint point of thecoupling member fixed to the column base (including a floor beam jointpiece welded to the column base). This means that a flange length f fromthe above described rigid joint point of the coupling member and thecolumn base to a joint point of the coupling member and the rod can beprolonged; therefore, the previously described (a) bending moment Mr inwhich the axial forces of the two rods exert on the coupling member canbe increased. With this configuration, deformation of the entirebuilding can be minimized.

Claim 6

(n) When a building structure is placed on rigid joint portions of theabove described (n) coupling member (cross member) and the rods(diagonal member and/or vertical member), a degree of fixation of ahorizontal member (beam, girder, girth, ground sill, and the like) as astructural member joined to a column base of the building structure canbe strengthened. When the previously described (k) bending moment Mr,which the axial forces of two rods exert on the coupling member, istransferred to the column base (floor beam) of the building structure, adistance between the column of the building structure and a bearingsupporting point (placing point) to the coupling member of the buildingstructure becomes large, and the supporting point reaction force isreduced (in this regard, however, when the bending moment Mr is notbearing the weight of the building structure, but a pull-out force isexerted on the supporting point, there is no effect of the reduction inthe supporting point reaction force, and consequently, the reactionforce is exerted on other beam fixing bolt).

Claim 7

(o) Joint portions of the above described (k) coupling member and therods can be of a rigid joint.

(p) Variation in shear force Q2 exerting on the coupling member can beavoided by rigidly jointing the coupling member (cross member) and theupper ends of the rods (diagonal member and/or vertical member). A jointpoint r1 of the lower end of one rod and a lower structure, a jointpoint r2 of the upper end of the one rod and the coupling member (crossmember), a joint point s1 of the lower end of the other one rod(diagonal member) and the lower structure, and a joint point s2 of theupper end of the other rod and the coupling member (cross member) willbe considered. At this time, if all the r1, r2, s1, and s2 are pinjoints, the previously described (a) bending moment Mr in which axialforces of the two rods exert on the coupling member becomes large;however, the strength of a building structure is largely dependent on aratio between the shear force Q1 exerting on a column and the abovedescribed Q2, and therefore, the strength of the building structurecannot be preliminarily specified. On the other hand, if the couplingmember (cross member) and the upper ends (r2 and/or s2) of the rods(diagonal member and/or vertical member) are rigidly joined, the bendingmoment Mr does not become large to such an extent as mentioned above;however, the difference in the strength of the building structure due tothe ratio between Q1 and Q2 is almost eliminated, and therefore, thestrength of the building structure can be preliminarily specifiedwithout depending on plans.

Claim 8

(q) A coupling member is tensionally joined to a column base, a pair ofrods combined of two rods is provided between a lower structure and thecoupling member, the two rods have their lower ends joined to the lowerstructure and also have their upper ends joined to the coupling member,an upper interval between the two rods is made narrower than a lowerinterval therebetween; accordingly, the axial forces of the two rodsexert a bending moment on the coupling member, and the bending momentreduces deformation of a column (displacement of an intersecting anglebetween the column and a foundation) and operates so as to minimizedeformation of the entire building.

(r) Tensile force tensionally jointing the coupling member to the columnbase is introduced between the column base and the coupling member. As aresult, the introduction tensile force becomes a resistance force(tear-off resistance force) against a tear-off force that tears off thecolumn base from the coupling member; rotation of a building structurewith respect to the coupling member (rotation of the column with respectto a vertical line, and rotation of a floor beam with respect to ahorizontal line) is reduced; and therefore, deformation of the entirebuilding can be stably minimized.

(s) The length of the coupling member made up of a cross member can beprolonged irrespective of a position of a tensile joint point of thecoupling member fixed to the column base (including a floor beam jointpiece welded to the column base). This means that a flange length f fromthe above described tensile joint point of the coupling member and thecolumn base to a joint point of the coupling member and the rod can beprolonged; therefore, the previously described (a) bending moment Mr,which the axial forces of the two rods exert on the coupling member, canbe increased. With this configuration, deformation of the entirebuilding can be surely minimized.

(t) Variation in shear force Q2 exerting on the coupling member can beavoided by rigidly jointing the coupling member (cross member) and theupper ends of the rods (diagonal member and/or vertical member). A jointpoint r1 of the lower end of one rod and a lower structure, a jointpoint r2 of the upper end of the one rod and the coupling member (crossmember), a joint point s1 of the lower end of the other one rod(diagonal member) and the lower structure, and a joint point s2 of theupper end of the other rod and the coupling member (cross member) willbe considered. At this time, if all the r1, r2, s1, and s2 are pinjoints, the previously described (q) bending moment Mr, which axialforces of the two rods exert on the coupling member, becomes large;however, the strength of a building structure is largely dependent on aratio between shear force Q1 exerting on a column and the abovedescribed Q2, and therefore, the strength of the building structurecannot be preliminarily specified. On the other hand, if the couplingmember (cross member) and the upper ends (r2 and/or s2) of the rods(diagonal member and/or vertical member) are rigidly joined, the bendingmoment Mr does not become large to such an extent as mentioned above;however, the difference in the strength of the building structure due tothe ratio between Q1 and Q2 is almost eliminated, and the strength ofthe building structure can be preliminarily specified without dependingon plans.

Claim 9

(u) Both ends of a resilient bridging member are supported to a couplingmember or rods, an intermediate portion of the resilient bridging memberis made apart from the coupling member, and a bolt passing through theintermediate portion of the resilient bridging member and the couplingmember is tensionally joined to a column base of a column; accordingly,the coupling member can be tensionally joined to the column base by asimple structure.

Claim 10

(v-1) A bending moment Mr and a bending moment Mc are set to Mr=Mc, andaccordingly, a column base is in a rigid joint state with respect to alower structure (the column base does not rotate, and an intersectingangle between a column and a foundation is not displaced); consequently,deformation of the column can be reduced. The column base does not move.

(v-2) The bending moment Mr and the bending moment Mc are set to Mr=Mc,and accordingly, the end of a beam is in a rigid joint state withrespect to a rigid body (the end of the beam does not rotate, and anintersecting angle between the beam and the rigid body is notdisplaced); consequently, deformation of the beam can be reduced. Theend of the beam does not move.

Claim 11

(w-1) A bending moment Mr and a bending moment Mc are set to Mr>Mc, andaccordingly, a column base has deformation due to Mc, which is movedback in a reverse direction by Mr, and becomes in a super rigid jointstate, so that deformation of the column can be reduced as compared withthe above mention (v-1). A base member moves in a shear direction.

(w-2) The bending moment Mr and the bending moment Mc are set to Mr>Mc,and accordingly, the end of a beam has deformation due to Mc, which ismoved back in a reverse direction by Mr, and becomes in a super rigidjoint state, so that deformation of the beam can be reduced as comparedwith the above mention (v-2). The end of the beam moves in a sheardirection.

Claim 12

(x) In a joint connection in which a lower structure is a foundation anda column of a building structure is joined to the foundation, the abovementioned (h) to (w) can be realized.

Claim 13

(y) In a joint connection in which a lower structure is a lower storybuilding structure and a column of an upper story building structure isjoined to a capital or a beam of the lower story building structure, theabove mentioned (h) to (w) can be realized, and high stiffness can beobtained in the beam-priority work method.

Claim 14

(z-1) In a building, the above mentioned (a), and (h) to (y) can berealized.

Claim 15

(z-2) In a building, the above mentioned (a) to (g), (v), and (w) can berealized.

Claim 16

(z-3) In a bridge, the above mentioned (a) to (g), (v), and (w) can berealized.

BRIEF DESCRIPTION OF THE DRAWINGS

FIG. 1 is a schematic view showing a gate frame structure of anembodiment 1;

FIG. 2 is a front view showing the gate frame structure;

FIG. 3 is a schematic view showing horizontal force exerting on a columnbase joint connection;

FIG. 4 is a schematic view showing a bending moment exerting on thecolumn base joint connection;

FIG. 5 is a schematic view showing a frame unit structure of anembodiment 2;

FIG. 6 is a front view showing the frame unit structure;

FIG. 7 is a schematic view showing a gate frame structure of anembodiment 3;

FIG. 8 is a schematic plan view showing a building structure of anembodiment 4;

FIG. 9 is a schematic view showing a column base joint connection of anembodiment 5;

FIG. 10 is a schematic view showing a column base joint connection of anembodiment 6;

FIG. 11 is a schematic view showing a column base joint connection of anembodiment 7;

FIG. 12 is a schematic view showing a building structure of anembodiment 8;

FIG. 13 is a relevant part enlarged view of FIG. 12;

FIG. 14 is a plan view of FIG. 13;

FIG. 15 is a schematic view showing a variant of FIG. 13;

FIG. 16 shows a column base joint trestle, (A) is a perspective viewseen from outside, and (B) is a perspective view seen form inside;

FIG. 17 is an external view showing the column base joint trestle;

FIG. 18 is an internal view showing the column base joint trestle;

FIG. 19 is a plan view showing the column base joint trestle;

FIG. 20 is a schematic view showing horizontal force exerting on acolumn base joint connection;

FIG. 21 is a schematic view showing a bending moment exerting on thecolumn base joint connection;

FIG. 22 is a schematic view showing a frame structure of an embodiment9;

FIG. 23 is a schematic view showing a building structure of anembodiment 10;

FIG. 24 is a relevant part enlarged view of FIG. 23;

FIG. 25 is a plan view of FIG. 24;

FIG. 26 a perspective view showing a column base joint trestle;

FIG. 27 is a schematic view showing a frame structure of an embodiment11;

FIG. 28 is a schematic view showing a beam joint connection of anembodiment 12;

FIG. 29 is a schematic view showing a specific embodiment of the beamjoint connection; and

FIG. 30 is a schematic view showing a bending moment exerting on thebeam joint connection.

DESCRIPTION OF REFERENCE NUMERALS

-   -   10, 30, and 50 Building structure    -   11, 31, and 51 Column    -   11A, 31A, and 51A Column base    -   13 and 34 Foundation (Lower structure)    -   20, 40, and 60 Column base joint connection    -   21, 41, and 61 Base member    -   22, 42, and 62 Pair of rods    -   22A, 22B, 42A, 42B, 62A, and 62B Rod    -   70 Lower story building structure    -   72 Beam (Lower structure)    -   Q1 and Q2 Shear force    -   Ta and Tb Axial force    -   Mc and Mr Bending moment    -   110 and 160 Building structure    -   111 Column    -   111A Column base    -   113 and 163 Floor beam (Horizontal member)    -   114 Foundation (Lower structure)    -   120 Column base joint connection    -   121 Base member    -   122 Pair of rods    -   122A and 122B Rod    -   150 Resilient bridging member    -   151 Bolt    -   170 Lower story building structure (Lower structure)    -   210 Beam structure    -   211 Beam    -   211A Beam end    -   212 Rigid body    -   220 Beam joint connection    -   222 Pair of rods    -   222A and 222B Rod

BEST MODE FOR CARRYING OUT THE INVENTION

Embodiments according to the present invention will be described belowbased on the drawings.

EMBODIMENTS Embodiment 1 FIGS. 1 to 4

As shown in FIGS. 1 and 2, a building structure 10 is of a gate framestructure in which mutually parallel arranged columns 11 and 11 arecoupled by a beam 12 that is rigidly joined to the upper ends of thecolumns. The building structure 10 has respective column bases 11A ofthe columns 11 and 11, each of column bases 11A being joined to afoundation 13 (lower structure) by a column base joint connection 20.Composition of the column base joint connection 20 will be describedbelow.

The column base joint connection 20 rigidly joints mounting members 21Ato the column base 11A, and the mounting members 21A serve as a basemember 21 as a peripheral member rigidly joined to the column base 11A.

The column base joint connection 20 is provided with a pair of rods 22combined of two rods 22A and 22B as supporting means between thefoundation 13 and the base member 21. The two rods 22A and 22B each havetheir lower end pin-jointed (applicable even in a rigid joint) to thefoundation 13, and their upper end pin-jointed (applicable even in therigid joint) to the base member 21. An upper interval between the tworods 22A and 22B is made narrower than a lower interval therebetween(the rods 22A and 22B are formed in a truncated chevron shape with eachother, and the upper interval on the column 11 side is made narrowerthan the lower interval on the foundation 13 side). In the presentembodiment, the rod 22A on the shear forward side, along a direction ofhorizontal shear force Q1 exerted on the column 11, is tilted backward,and the rod 22B on the shear backward side is tilted forward.

A supporting mechanism by the column base joint connection 20 of thebuilding structure 10 will be described below (FIGS. 3 and 4).

(1) The horizontal shear force Q1 is exerted on the column 11. Further,in the present embodiment, horizontal shear force Q2 (wall load, windpressure, and the like corresponding to lower half of the column 11) inthe same direction as that of the shear force Q1 exerted on the column11, is exerted on the base member 21. In addition, the shear forces Q1and Q2 are shear forces virtually exerted on one column.

At this time, supporting point reaction force Q=Q1+Q2 is exerted onjoint portions of the two rods 22A and 22B to the foundation 13.

(2) A bending moment Mc due to the shear force Q1 exerted on the column11 is generated in the column base 11A (a rigid joint point with thebase member 21).

(3) Axial forces Ta and Tb are generated in the respective rods 22A and22B by the supporting point reaction force Q(Q1+Q2) exerted on the tworods 22A and 22B. In addition, the axial forces Ta and Tb are generatedwhen the base member 21 moves towards the same shear direction by theshear forces Q1 And Q2 exerted on the column 11.

Then, a bending moment Mr, due to the axial forces Ta and Tb of the tworods 22A and 22B, is generated at the column base 11A (the rigid jointpoint with the base member 21). The bending moment Mr is in a reversedirection to the direction of the bending moment Mc. The bending momentMr lowers the upper end of the rod 22A on the shear forward side, andraises the upper end of the rod 22B on the shear backward side, so thatthe base member 21 is slightly rotated.

The following equations (1) to (5) are formed when horizontal componentsof the axial forces Ta and Tb are Ha and Hb, vertical components thereofare Va and Vb, arm lengths of the moments with respect to the columnbase 11A (the rigid joint point with the base member 21) of the axialforces Ta and Tb are a and b, a flange length from a joint point withthe column base 11A to a joint point with the rod 22A in the base member21 is f and a flange length therefrom to a joint point with the rod 22Bis f, an intersecting angle made by the rod 22A with respect to thefoundation 13 is θa (FIG. 4), and an intersecting angle made by the rod22B with respect to the foundation 13 is θb (FIG. 4). In addition, anaxial force of the column 11 is disregarded.

Q1+Q2=Ha+Hb  (1)

Va+Vb=0  (2)

Mr=Ta×a+Tb+b  (3)

Mr=(Ha/cos θa)×a+(Hb/cos θb)×b  (4)

a=f·sin θa,b=f·sin θb  (5)

Therefore, in order to increase the bending moment Mr, there is requiredan increase in angles θa and θb of the rods 22A and 22B, an increase inthe flange length f of the base member 21, or an increase in the shearforce Q2 exerted on the base member 21.

The increase in the shear force Q2 exerted on the base member 21 can berealized by receiving floor load and wind pressure by beam members andfurring strips and transferring the same to the base member 21.

Furthermore, in the case where the joint of the rod 22A (22B) and thebase member 21 or the foundation 13 is pin-jointed, a resistance againstmovement of the base member 21 is small; therefore, the base member 21is largely moved, and Mr can also be increased. In the case of a rigidjoint, since the resistance against movement of the base member 21 islarge, Mr is small as compared with the pin joint; however, deformationof the rod 22A (22B) is very small, and therefore, generation ofmicrovibration can be suppressed.

(4) In the case of Mr=Mc, the column base 11A is in a rigid joint state(the column base 11A does not rotate, and a relative angle between thecolumn 11 and the foundation 13 is invariance).

(5) In the case of Mr>Mc, the column base 11A is moved back in a reversedirection to a deformation direction due to Mc. This is referred to as asuper rigid joint state. The base member 21 moves to the shear direction(direction of Q1).

(6) In the case of Mr<Mc, the column base 11A is in a semi rigid jointstate (weaker than the rigid joint). The base member 21 moves in areverse direction to the shear direction.

According to the present embodiment, the following operation effects areachieved.

(a) The base member 21 is rigidly joined to the column base 11A, a pairof rods 22 combined of two rods 22A and 22B is provided between thefoundation 13 and the base member 21, the two rods 22A and 22B each havetheir lower end joined to the foundation 13 and also have their upperend joined to the base member 21, the upper interval between the tworods 22A and 22B is narrower than the lower interval therebetween;accordingly, the axial forces Ta and Tb of the two rods 22A and 22Bexert a bending moment Mr on the base member 21, and the bending momentMr reduces the deformation of the column 11 (displacement of theintersecting angle between the column 11 and the foundation) andoperates so as to minimize deformation of the entire building.

(b) When the shear force Q1 is exerted on the column 11 of the buildingstructure 10 and the axial forces Ta and Tb are generated in the tworods 22A and 22B, the bending moment Mr, generated in the column base11A due to the axial forces Ta and Tb of the two rods 22A and 22B, is ina reverse direction to the bending moment Mc, generated in the columnbase 11A due to the shear force Q1 exerted on the column 11. Therefore,the deformation of the column 11 due to the bending moment Mc anddeformation of the column 11 due to the bending moment Mr are balancedout with each other, deformation of the column 11 is reduced, anddeformation of the entire building is minimized.

(c) As described above in (a) and (b), the deformation of the column 11can be reduced by the bending moments Mr and Mc exerted on the basemember 21; therefore, the lower end of the two rods 22A and 22B are notrigidly joined to the foundation 13, but, deformation of the column 11is reduced even in the case of pin-jointing, and the deformation of theentire building can be minimized.

(d) When the bending moment Mr and the bending moment Mc are set toMr=Mc, and accordingly, the column base 11A is in a rigid joint statewith respect to the foundation 13 (the column base 11A does not rotate,and the intersecting angle between the column 11 and the foundation 13is not displaced), and deformation of the column 11 can be reduced.

(e) When the bending moment Mr and the bending moment Mc are set toMr>Mc; and accordingly, the column base 11A has deformation due to Mc,which is moved back in a reverse direction by Mr, and becomes in a superrigid joint state, so that deformation of the column 11 can be reducedas compared with the above mention (d). The base member 21 moves in theshear direction.

(f) When the shear force Q2 having the same direction as the shear forceQ1 exerting on the column 11 is exerted on the base member 21; andaccordingly, supporting point reaction force Q=Q1+Q2 in which thefoundation 13 exerts on the two rods 22A and 22B is increased;therefore, the axial forces Ta and Tb of the two rods 22A and 22B areincreased, the bending moment Mr is increased, and effect due toproviding the two rods 22A and 22B can be further improved.

(g) The above mentioned (a) to (f) can be realized in the jointconnection 20 in which the lower structure is the foundation 13 and thecolumn 11 of the building structure 10 is joined to the foundation 13.

Embodiment 2 FIGS. 5 and 6

As shown in FIGS. 5 and 6, a building structure 30 is of a frame unitstructure in which mutually parallel arranged columns 31 and 31 arecoupled by a ceiling beam 32 that is rigidly joined to the upper ends ofthe columns, and are coupled by a floor beam 33 that is rigidly joinedto the lower ends of the columns. The building structure 30 hasrespective column bases 31A of the columns 31 and 31, each of the columnbases 31A being joined to a foundation 34 (lower structure) by a columnbase joint connection 40. The composition of the column base jointconnection 40 will be described below.

The column base joint connection 40 rigidly joints the floor beam 33(flange 41A) to the column bases 31A, and the floor beam 33 serves as abase member 41 as a peripheral member rigidly joined to the column base31A.

The column base joint connection 40 is provided with a pair of rods 42combined of two rods 42A and 42B between the foundation 34 and the basemember 41. The two rods 42A and 42B each have their lower endpin-jointed (applicable even in a rigid joint) to the foundation 34 andtheir upper end pin-jointed (applicable even in the rigid joint) to thebase member 41. An upper interval between the two rods 42A and 42B isnarrower than a lower interval therebetween (the rods 42A and 42B areformed in a truncated chevron shape with each other, and the upperinterval on the column 31 side is made narrower than the lower intervalon the foundation 34 side). In the present embodiment, the rod 42A onthe shear forward side, along a direction of horizontal shear force Q1exerted on the column 31, is vertically arranged, and the rod 42B on theshear backward side is tilted forward.

A supporting mechanism according to the column base joint connection 40of the building structure 30 is substantially the same as the supportingmechanism according to the column base joint connection 20 of thebuilding structure 10. Therefore, when the shear force Q1 is exerted onthe column 31 of the building structure 30 and the axial forces Ta andTb are generated in the two rods 42A and 42B, and as a result, the basemember 41 is moved in the same shear direction by the shear force Q1, abending moment Mr generated in the column base 31A (a rigid joint pointwith the base member 41) due to the axial forces Ta and Tb of the tworods 42A and 42B is in a reverse direction to a bending moment Mcgenerated in the column base 31A (the rigid joint point with the basemember 41) due to the shear force Q1 exerting on the column 31. Inaddition, a shear force Q2 (wall load, wind pressure, and the likecorresponding to lower half of the column 31), in the same direction asthat of the shear force Q1 exerted on the column 31 is exerted on thebase member 41.

According to the present embodiment, the following operation effects areachieved.

(a) The base member 41 is rigidly joined to the column base 31A, a pairof rods 42 combined of two rods 42A and 42B is provided between thefoundation 34 and the base member 41, the two rods 42A and 42B each havetheir lower end joined to the foundation 34 and their upper end joinedto the base member 41, the upper interval between the two rods 42A and42B is narrower than the lower interval therebetween; accordingly, theaxial forces Ta and Tb of the two rods 42A and 42B exert the bendingmoment Mr on the base member 41, and the bending moment Mr reduces thedeformation of the column 31 (displacement of an intersecting anglebetween the column 31 and the foundation 34) and operates so as tominimize deformation of the entire building.

b) When the shear force Q1 is exerted on the column 31 of the buildingstructure 30 and the axial forces Ta and Tb are generated in the tworods 42A and 42B, the bending moment Mr, generated in the column base31A due to the axial forces Ta and Tb of the two rods 42A and 42B, is ina reverse direction to the bending moment Mc generated in the columnbase 31A due to the shear force Q1 exerted on the column 31. Therefore,the deformation of the column 31 due to the bending moment Mc anddeformation of the column 31 due to the bending moment Mr are balancedout with each other, the deformation of the column 31 is reduced, andthe deformation of the entire building is minimized.

(c) As described above in (a) and (b), the deformation of the column 31can be reduced by the bending moments Mr and Mc exerted on the basemember 41; therefore, the lower end of the two rods 42A and 42B are notrigidly joined to the foundation 34, but, deformation of the column 31is reduced even in the case of pin-jointing, and deformation of theentire building can be minimized.

(d) When the bending moment Mr and the bending moment Mc are set toMr=Mc, the column base 31A is in a rigid joint state with respect to thefoundation 34 (the column base 31A does not rotate, and the intersectingangle between the column 31 and the foundation 34 is not displaced), anddeformation of the column 31 can be reduced.

(e) When the bending moment Mr and the bending moment Mc are set toMr>Mc, the column base 31A has a deformation due to Mc, which is movedback in a reverse direction by Mr, and becomes in a super rigid jointstate, so that the deformation of the column 31 can be reduced ascompared with the above mentioned (d). The base member 41 moves in theshear direction.

(f) When the shear force Q2 having the same direction as the shear forceQ1 exerted on the column 31 is exerted on the base member 41, supportingpoint reaction force Q=Q1+Q2 which the foundation 34 exerts on the tworods 42A and 42B is increased; therefore, the axial forces Ta and Tb ofthe two rods 42A and 42B are increased, the bending moment Mr isincreased, and the effect due to providing the two rods 42A and 42B canbe further improved.

(g) The above mentioned (a) to (f) can be realized in the jointconnection 40 in which the lower structure is the foundation 34 and thecolumn 31 of the building structure 30 is joined to the foundation 34.

Embodiment 3 FIG. 7

As shown in FIG. 7, a building structure 50 is of a gate frame structurein which mutually parallel arranged columns 51 and 51 are coupled by abeam 52 that is rigidly joined to the upper ends of the columns. Thebuilding structure 50 has respective column bases 51A of the columns 51and 51, each of the column bases 51A being joined to a lower storybuilding structure 70 by a column base joint connection 60. The lowerstory building structure 70 is of a frame structure in which columns 71and a beam 72 are rigidly joined, and the column base 51A of the column51 of its upper story building structure 50 is joined to the beam 72 bythe column base joint connection 60. The composition of the column basejoint connection 60 will be described below.

The column base joint connection 60 rigidly joints a flange 61A to thecolumn base 51A, and the flange 61A serves as a base member 61 as aperipheral member rigidly joined to the column base 51A.

The column base joint connection 60 is provided with a pair of rods 62combined of two rods 62A and 62B between the beam 72 and the base member61. The two rods 62A and 62B each have their lower end pin-jointed(applicable even in a rigid joint) to the beam 72, and their upper endpin-jointed (applicable even in the rigid joint) to the base member 61.An upper interval between the two rods 62A and 62B is narrower than alower interval therebetween (the rods 62A and 62B are formed in atruncated chevron shape with each other, and the upper interval on thecolumn 51 side is made narrower than the lower interval on the beam 72side). In the present embodiment, the rod 62A on the shear forward sidealong a direction of horizontal shear force Q1 exerted on the column 51is vertically arranged, and the rod 62B on the shear backward side istilted forward.

A supporting mechanism according to the column base joint connection 60of the building structure 50 is substantially the same as the supportingmechanism according to the column base joint connection 20 of thebuilding structure 10. Therefore, when the shear force Q1 is exerted onthe column 51 of the building structure 50 and the axial forces Ta andTb are generated in the two rods 62A and 62B, and as a result, the basemember 61 is moved in the same shear direction by the shear force Q1, abending moment Mr generated in the column base 51A (a rigid joint pointwith the base member 61) due to the axial forces Ta and Tb of the tworods 62A and 62B is in a reverse direction to a bending moment Mcgenerated in the column base 51A (the rigid joint point with the basemember 61) due to the shear force Q1 exerting on the column 51. Inaddition, shear force Q2 (wall load, wind pressure, and the likecorresponding to lower half of the column 51), in the same direction asthat of the shear force Q1 exerted on the column 51, is exerted on thebase member 61.

According to the present embodiment, the following operation effects areachieved.

(a) The base member 61 is rigidly joined to the column base 51A, a pairof rods 62 combined of two rods 62A and 62B is provided between the beam72 and the base member 61, the two rods 62A and 62B each have theirlower end joined to the beam 72 and their upper end joined to the basemember 61, the upper interval between the two rods 62A and 62B is madenarrower than the lower interval therebetween; accordingly, the axialforces Ta and Tb of the two rods 62A and 62B exert the bending moment Mron the base member 61, and the bending moment Mr reduces deformation ofthe column 51 (displacement of an intersecting angle between the column51 and the beam 72) and operates so as to minimize deformation of theentire building.

(b) When the shear force Q1 is exerted on the column 51 of the buildingstructure 50 and the axial forces Ta and Tb are generated in the tworods 62A and 62B, the bending moment Mr, generated in the column base51A due to the axial forces Ta and Tb of the two rods 62A and 62B, is ina reverse direction to the bending moment Mc generated in the columnbase 51A due to the shear force Q1 exerted on the column 51. Therefore,the deformation of the column 51 due to the bending moment Mc and thedeformation of the column 51 due to the bending moment Mr are balancedout with each other, the deformation of the column 51 is reduced, andthe deformation of the entire building is minimized.

(c) As described above in (a) and (b), the deformation of the column 51can be reduced by the bending moments Mr and Mc exerted on the basemember 61; therefore, the lower end of the two rods 62A and 62B are notrigidly joined to the beam 72, but, deformation of the column 51 isreduced even in the case of pin-jointing, and deformation of the entirebuilding can be minimized.

(d) When the bending moment Mr and the bending moment Mc are set toMr=Mc, the column base 51A is in a rigid joint state with respect to thebeam 72 (the column base 51A does not rotate, and the intersecting anglebetween the column 51 and the beam 72 is not displaced), and deformationof the column 51 can be reduced.

(e) When the bending moment Mr and the bending moment Mc are set toMr>Mc, the column base 51A has deformation due to Mc, which is movedback in a reverse direction by Mr, and becomes in a super rigid jointstate, so that deformation of the column 51 can be reduced as comparedwith the above mention (d). The base member 61 moves in the sheardirection.

(f) When the shear force Q2 having the same direction as the shear forceQ1 exerted on the column 51 is exerted on the base member 61, supportingpoint reaction force Q=Q1+Q2 which the beam 72 exerts on the two rods62A and 62B is increased; and therefore, the axial forces Ta and Tb ofthe two rods 62A and 62B are increased, the bending moment Mr isincreased, and the effect due to providing the two rods 62A and 62B canbe further improved.

(g) The above mentioned (a) to (f) can be realized in the jointconnection 60 in which a lower structure is the beam 72 of the lowerstory building structure 70 and the column 51 of the upper storybuilding structure 50 is joined to the beam 72.

Embodiment 4 FIG. 8

As shown in FIG. 8, a building structure 80 is of a gate frame structurein which four mutually parallel arranged columns 81 are coupled by beams82 (ceiling beam) that are rigidly joined to the upper ends of thecolumns. In addition, the building structure 80 may have four mutuallyparallel arranged columns 81 coupled along with beams (floor beam) thatare rigidly joined to the lower ends of the columns. In each of thelong-side sides and the short-side sides, which are intersected at thecolumn 81 shown in FIG. 8 seen from the top, the building structure 80has a column base 81A which is joined to a foundation or a lower storystructure by column base joint connections 83 and 84. The column basejoint connections 83 and 84 can be made of the same composition as thepreviously described column base joint connections 20, 40, and 60 or acolumn base joint connection 120 to be described later.

Embodiment 5 FIG. 9

A column base joint connection 90A shown in FIG. 9 is provided with apair of rods 90 combined of three rods 92A, 92B, and 92C between a lowerstructure and a column base (base member) 91A of a column 91. The threerods 92A to 92C each have their lower end pin-jointed (applicable evenin a rigid joint) to the lower structure and their upper end pin-jointed(applicable even in the rigid joint) to the column base 91A. With regardto a direction along the horizontal shear force 9 exerted on the column91 seen from the top of the column base joint connection 90A, the tworods 92A and 92B and the one rod 92C are located on opposite sides withthe column 91 being put therebetween; and the two rods 92A and 92B arelocated on the shear forward side along a direction of the horizontalshear force 9 and located on the opposite sides of a vertical surfaceincluding the shear force 9 with each other, and arranged to be tiltedbackward. The one rod 92C is located on the shear backward side alongthe direction of the horizontal shear force 9 and within the verticalsurface including the shear force 9, and arranged to be tilted forward.An upper interval between the two rods 92A and 92C is narrower than alower interval therebetween, and an upper interval between the two rods92B and 92C is narrower than a lower interval therebetween.

A supporting mechanism according to the column base joint connection 90Ais substantially the same as the supporting mechanisms of the previouslydescribed column base joint connections 20, 40, and 60.

Embodiment 6 FIG. 10

A column base joint connection 90B shown in FIG. 10 is provided with apair of rods 92 combined of four rods 92A, 92B, 92C, and 92D between alower structure and a column base (base member) 91A of a column 91. Thefour rods 92A to 92D each have their lower end pin-jointed (applicableeven in a rigid joint) to the lower structure and their upper endpin-jointed (applicable even in the rigid joint) to the column base 91A.With regard to a direction along horizontal shear force Q exerted on thecolumn 91 seen from the top of the column base joint connection 90B, thetwo rods 92A and 92B and the two rods 92C and 92D are located onopposite sides with the column 91 being put therebetween; and the tworods 92A and 92B are located on the shear forward side along a directionof the horizontal shear force Q and located on the opposite sides of avertical surface including the shear force Q with each other, and arearranged to be tilted backward. The two rods 92C and 92D are located onthe shear backward side along the direction of the horizontal shearforce Q and located on the opposite sides of a vertical surfaceincluding the shear force Q with each other, and are arranged to betilted forward.

An upper interval between the two rods 92A and 92C is narrower than alower interval therebetween. An upper interval between the two rods 92Band 92D is narrower than a lower interval therebetween.

A supporting mechanism according to the column base joint connection 90Bis substantially the same as the supporting mechanisms of the previouslydescribed column base joint connections 20, 40, and 60.

Embodiment 7 FIG. 11

A column base joint connection 100 shown in FIG. 11 is provided with apair of rods 102 combined of four rods 102A to 102D between a lowerstructure and a column base (base member) 101A of a column 101 arrangedin a standing condition at corners of a building structure 100A. Thefour rods 102A to 102D each have their lower end pin-jointed (applicableeven in a rigid joint) to the lower structure and their upper endpin-jointed (applicable even in the rigid joint) to the column base101A. The respective rods 102A to 102D are diagonally arranged in aradially downward direction disposed at an angle of 45 degrees withrespect to the respective side surfaces of the column base 101A from therespective corners of the column base 101A having a square crosssection.

With regard to a direction along the girder direction horizontal shearforce QA exerted on the column 101 seen from the top of the column basejoint connection 100, two rods 102A and 102B and two rods 102C and 102Dare located on opposite sides with the column 101 therebetween. The tworods 102A and 102B are located on the shear forward side along thegirder direction horizontal shear force QA and located on the oppositesides of a vertical surface including the shear force QA with eachother, and are arranged to be tilted backward. The two rods 102C and102D are located on the shear backward side along the direction of thegirder direction horizontal shear force QA and located on the oppositesides of the vertical surface including the shear force QA with eachother, and are arranged to be tilted forward. An upper interval betweenthe two rods 102A and 102D is narrower than a lower intervaltherebetween. An upper interval between the two rods 102B and 102C isnarrower than a lower interval therebetween.

With regard to a direction along the gable direction horizontal shearforce QB exerted on the column 101 seen from the top of the column basejoint connection 100, two rods 102B and 102C and two rods 102A and 102Dare located on opposite sides with column 101 therebetween. The two rods102B and 102C are located on the shear forward side along a direction ofthe gable direction horizontal shear force QB and located on theopposite sides of a vertical surface including the shear force QB witheach other, and are arranged to be tilted backward. The two rods 102Aand 102D are located on the shear backward side along the direction ofthe gable direction horizontal shear force QB and located on theopposite sides of the vertical surface including the shear force QB witheach other, and are arranged to be tilted forward. An upper intervalbetween the two rods 102A and 102B is narrower than a lower intervaltherebetween. An upper interval between the two rods 102C and 102D isnarrower than a lower interval therebetween.

A supporting mechanism according to the column base joint connection 100is substantially the same as the supporting mechanisms of the previouslydescribed column base joint connections 20, 40, and 60. The column basejoint connection 100 includes, along with the functions of thepreviously described, column base joint connections 83 and 84, and cankeep up with the girder direction horizontal shear force QA and thegable direction horizontal shear force QB.

Embodiment 8 FIGS. 12 to 21

As shown in FIGS. 12 to 15, a building structure (building unit) 110 isof a frame structure of a rectangular box frame structure. In each ofthe long-sides and short-sides that are mutually orthogonal as seen fromthe top, a ceiling beam 112 is rigidly joined to joint pieces 112A thatare rigidly joined to the upper ends of mutually parallel arrangedcolumns 111 and 111; accordingly, the upper ends of the columns 111 and111 are coupled. At the same time, a floor beam 113 (horizontal member)is rigidly joined to joint pieces 113A that are rigidly joined to thelower ends (column base 111A) of the mutually parallel arranged columns111 and 111; accordingly, the lower ends of the columns 111 and 111 arecoupled.

In each of the long-sides and short-sides, the building structure 110has respective column bases 111A of the columns 111 and 111, each of thecolumn bases 111A being joined to a foundation 114 (lower structure) bya column base joint connection 120 of a column base joint trestle 120A.

The column base joint connection 120 of the column base joint trestle120A will be described below.

As shown in FIGS. 16 to 19, the column base joint trestle 120A has onerod 122A arranged just beneath the column base 111A of the column 111that is provided at a corner where the long-side and the short-side ofthe building structure 110 are intersected; each one rod 122B arrangedjust beneath each floor beam 113 of the long-side and the short-side;and each coupling member 121 couples 122A and 122B by being joined tothe upper ends of both rods 122A and 122B in the long-side and theshort-side. Two rods 122A and 122B constitute a pair of rods 122 in thelong-side and the short-side respectively, and their upper intervals aremade narrower than their lower intervals.

As shown in FIG. 20, the column base joint trestle 120A is a crossmember in which the coupling member 121 is reinforced by shape steelsand reinforced pieces; the rod 122A is a vertical member made of squaresteel pipe; and the rod 122B is a diagonal member reinforced by shapesteels and reinforced pieces. There are provided a joint point r1 of thelower end of the rod 122A and the foundation 114, a joint point r2 ofthe upper end of the rod 122A and one end of the coupling member 121, ajoint point s1 of the lower end of the rod 122B and the foundation 114,and a joint point s2 of the upper end of the rod 122B and the other endof the coupling member 121. At least one of the four joint points r1,r2, s1, and s2 is a rigid joint point, and the remaining joint pointsare pin joint points. In the present embodiment, s2 is the rigid jointpoint; and r1, r2, and s1 are the pin joint points.

The column base joint trestle 120A forms the column base jointconnection 120 as follows. The long-side (the short-side is also thesame) will be described below.

(1) The column base joint trestle 120A is placed on the foundation 114,and a pair of rods 122 combined of two rods 122A and 122B is providedbetween the foundation 114 and the coupling member 121. The two rods122A and 122B each have their lower end (r1 and s1) pin-jointed(applicable even in a rigid joint) to the foundation 114 by anchor bolts123 and 124; the upper end (r2) of the rod 122A is pin-jointed(applicable even in the rigid joint) to the coupling member 121 bywelding (welding length is short); and the upper end (s2) of the rod122B is rigidly joined to the coupling member 121 by welding (weldinglength is long). An upper interval between the two rods 122A and 122B isnarrower than a lower interval therebetween (the rods 122A and 122B areformed in a truncated chevron shape with each other, and the upperinterval on the column 111 side is made narrower than the lower intervalon the foundation 114 side). In the present embodiment, the rod 122A onthe shear forward side, along a direction of horizontal shear force Q1exerted on the column 111, is vertically arranged, and the rod 122B ofthe shear backward side is tilted forward.

(2) The building structure 110 is placed on joint portions of thecoupling member 121 and the rods 122A and 122B of the column base jointtrestle 120A. In the present embodiment, a lower end plate 111B of thecolumn base 111A is placed on an upper end plate 131 of the rod 122A;and a lower surface 113B on the free end side of the joint piece 113A isplaced on an upper end plate 132 of the rod 122B. At this time, anoutside measurement distance L between the column base 111A and thejoint piece 113A of the building structure 110 is made small as comparedwith an outside measurement distance K between the upper end plate 131of the rod 122A and the upper end plate 132 of the rod 122B. Inaddition, the upper end plate 131 of the rod 122A and the upper endplate 132 of the rod 122B are located at the same level surface, and anupper surface of the coupling member 121 is lower than their levelsurface by a gap G; as a result, the gap G is formed between the uppersurface of the coupling member 121 and the lower surface of the jointpiece 113A.

(3) A bolt 141 is passed through the upper end plate 131 of the rod 122Avia a washer 141A, and is fixed to a fixing block 141B that is welded tothe backside of the lower end plate 111B of the column base 111A.

(4) A bolt 142 is passed through the joint piece 113A that is rigidlyjoined to the column base 111A of the column 111, the floor beam 113 inthe joint piece 113A, and the coupling member 121 via a plate washer142A; and a nut 142B is fixed on the backside of the coupling member121. This rigidly joints the coupling member 121 made of a cross memberto the column base 111A (joint piece 113A) of the column 111.

In addition, in the column base joint connection 120 of the column basejoint trestle 120A, as shown in FIG. 15, a bolt 143 may be passedthrough a plate washer 143A, the floor beam 113 that is rigidly joinedto the column base 111A of the column 111 via the joint piece 113A, theupper end plate 132 of the rod 122B; and a nut 143B may be fixed on thebackside of the upper end plate 132. The rod 122B and the buildingstructure 110 can be solidly joined.

A supporting mechanism of the building structure 110 will be describedbelow (FIGS. 20 and 21).

(1) The horizontal shear force Q1 is exerted on the column 111. Further,in the present embodiment, the horizontal shear force Q2 (wall load,wind pressure, and the like corresponding to lower half of the column111), in the same direction as that of the shear force Q1 exerted on thecolumn 111, is exerted on the coupling member 121. In addition, theshear forces Q1 and Q2 are shear forces virtually exerted on one column.

At this time, supporting point reaction force Q=Q1+Q2 is exerted onjoint portions of the two rods 122A and 122B to the foundation 114.

(2) A bending moment Mc due to the shear force Q1 exerted on the column111 is generated in the column base 111A (a rigid joint point with thecoupling member 121).

(3) Axial forces Ta and Tb are generated in the respective rods 122A and122B by the supporting point reaction force Q(Q1+Q2) exerted on the tworods 122A and 122B. In addition, the axial forces Ta and Tb aregenerated when the coupling member 121 is made to move towards the sameshear direction by the shear forces Q1 and Q2 exerted on the column 111.

Then, a bending moment Mr due to the axial forces Ta and Tb of the tworods 122A and 122B is generated at the column base 111A (the rigid jointpoint with the coupling member 121). The bending moment Mr is in areverse direction to that of the bending moment Mc. The bending momentMr lowers the upper end of the rod 122A on the shear forward side, andraises the upper end of the rod 122B on the shear backward side, so thatthe coupling member 121 is slightly rotated.

The following equations (1) to (5) are formed when horizontal componentsof the axial forces Ta and Tb are Ha and Hb, vertical components thereofare Va and Vb, arm lengths of the moments with respect to the columnbase 111A (the rigid joint point with the coupling member 121) of theaxial forces Ta and Tb are a and b, a flange length from a joint pointwith the column base 111A to a joint point with the rod 122A in thecoupling member 121 is f and a flange length therefrom to a joint pointwith the rod 122B is f, an intersecting angle made by the rod 122A withrespect to the foundation 114 is θa (FIG. 21), and an intersecting anglemade by the rod 122B with respect to the foundation 114 is θb (FIG. 21).In addition, the axial force of the column 111 is disregarded.

Q1+Q2=Ha+Hb  (1)

Va+Vb=0  (2)

Mr=Ta×a+Tb+b  (3)

Mr=(Ha/cos θa)×a+(Hb/cos θb)×b  (4)

a=f·sin θa,b=f·sin θb  (5)

Therefore, in order to increase the bending moment Mr, there is requiredan increase in angles θa and θb of the rods 122A and 122B, an increasein the flange length f of the coupling member 121, or an increase in theshear force Q2 exerted on the coupling member 121.

The increase in the shear force Q2 exerted on the coupling member 121can be realized by receiving a floor load and wind pressure by beammembers and furring strips and transferring the same to the couplingmember 121.

Furthermore, in the case where the joint of the rod 122A (122B) and thecoupling member 121 or the foundation 114 is pin-jointed, resistanceagainst movement of the coupling member 121 is small; therefore, thecoupling member 121 is largely moved, and Mr can also be increased. Inthe case of the rigid joint, since the resistance against movement ofthe coupling member 121 is large, Mr is small as compared with the pinjoint; however, deformation of the rod 122A (122B) is very small, andtherefore, generation of microvibration can be suppressed.

(4) In the case of Mr=Mc, the column base 111A is in a rigid joint state(the column base 111A does not rotate, and a relative angle between thecolumn 111 and the foundation 114 is invariance).

(5) In the case of Mr>Mc, the column base 111A is moved back in areverse direction to a deformation direction due to Mc. This is referredto as a super rigid joint state. The coupling member 121 moves to theshear direction (direction of Q1).

(6) In the case of Mr<Mc, the column base 111A is in a semi rigid jointstate (weaker than the rigid joint). The coupling member 121 moves in areverse direction to the shear direction.

According to the present embodiment, the following operation effects areachieved.

(a) The coupling member 121 is rigidly joined to the column base 111A, apair of rods 122 comprised of two rods 122A and 122B is provided betweenthe foundation 114 and the coupling member 121, the two rods 122A and122B each have their lower end joined to the foundation 114 and theirupper end joined to the coupling member 121, and the upper intervalbetween the two rods 122A and 122B is narrower than the lower intervaltherebetween; accordingly, the axial forces Ta and Tb of the two rods122A and 122B exert the bending moment Mr on the coupling member 121,and the bending moment Mr reduces deformation of the column 111(displacement of the intersecting angle between the column 111 and thefoundation) and operates so as to minimize deformation of the entirebuilding.

(b) The coupling member 121 is made of a cross member; therefore, thecoupling member 121 can be high stiffness as compared with a flange inwhich the coupling member 121 is joined to the column base 111A and thefloor beam. Therefore, the above described (a) bending moment Mr, whichthe axial forces Ta and Tb of the two rods 122A and 122B exert on thecoupling member 121, is stably transferred to the column base 111A;consequently, this can be balanced out with the bending moment Mcgenerated in the column base 111A. With this configuration, deformationof the entire building can be stably minimized.

(c) The length of the coupling member 121 made up of the cross membercan be lengthened irrespective of a position of the rigid joint point ofthe coupling member 121 fixed to the column base 111A (including thefloor beam joint piece 113A welded to the column base 111A). This meansthat the flange length f from the above described rigid joint point ofthe coupling member 121 and the column base 111A to the joint point ofthe coupling member 121 and the rod 122B can be lengthened; therefore,the previously described (a) bending moment Mr, which the axial forcesTa and Tb of the two rods 122A and 122B exert on the coupling member121, can be increased (the reason is previously described). With thisconfiguration, deformation of the entire building can be surelyminimized.

(d) Variation in the shear force Q2 exerted on the coupling member 121can be avoided by rigidly joining the coupling member 121 (cross member)and the upper ends of the rods (diagonal member 122B and/or verticalmember 122A). The joint point r1 of the lower end of one rod 122A andthe foundation 114, the joint point r2 of the upper end of the rod 122Aand the coupling member 121 (cross member), the joint point s1 of thelower end of the other one rod 122B (diagonal member) and the foundation114, and the joint point s2 of the upper end of the rod 122B and thecoupling member 121 (cross member) will be considered. At this time, ifall the r1, r2, s1, and s2 are pin joints, the previously described (a)bending moment Mr, which the axial forces Ta and Tb of the two rods 122Aand 122B exert on the coupling member 121, becomes large; the strengthof the building structure 110 is largely dependent on a ratio betweenthe shear force Q1 exerted on the column 111 and the above described Q2,and the strength of the building structure 110 cannot be preliminarilyspecified. On the other hand, if the coupling member 121 (cross member)and the upper ends (r2 and/or s2) of the rods (diagonal member 122Band/or vertical member 122A) are rigidly joined, the bending moment Mrdoes not become large to the extent mentioned above, the difference inthe strength of the building structure 110 due to the ratio between Q1and Q2 is almost eliminated, and the strength of the building structure110 can be preliminarily specified without depending on plans.

(e) When the building structure 110 is placed on rigid joint portions ofthe above described (d) coupling member 121 (cross member) and the rods(the diagonal member 122B and/or the vertical member 122A), a degree offixation of the building structure 110 (of the floor beam 113) can bestrengthened. When the previously described (a) bending moment Mr, whichthe axial forces Ta and Tb of the two rods 122A and 122B exert on thecoupling member 121, is transferred to the column base 111A (floor beam)of the building structure 110, a distance between the column 111 of thebuilding structure 110 and a bearing supporting point (placing point) tothe coupling member 121 of the building structure 110 becomes large, andthe supporting point reaction force is reduced (in this regard, however,when the bending moment Mr is not bearing the weight of the buildingstructure 110, but, pull-out force is exerted on the supporting point,there is no effect of the reduction in the supporting point reactionforce, and consequently, the reaction force is exerted on other beamfixing bolt).

(f) When the shear force exerts on the column 111 of the buildingstructure 110 and the axial forces Ta and Tb are generated in the tworods 122A and 122B, the bending moment Mr generated in the column base111A due to the axial forces Ta and Tb of the two rods 122A and 122B isin a reverse direction to the bending moment Mc generated in the columnbase 111A due to the shear force exerting on the column 111. Therefore,deformation of the column 111 due to the bending moment Mc anddeformation of the column 111 due to the bending moment Mr are balancedout with each other, deformation of the column 111 is reduced, anddeformation of the entire building is minimized.

(g) As described above in (a) and (f), the deformation of the column 111can be reduced by the bending moments Mr and Mc exerted on the couplingmember 121; therefore, the lower end of the two rods 122A and 122B arenot rigidly joined to the foundation 114, but, deformation of the column111 is reduced even in the case of pin-jointing, and deformation of theentire building can be minimized.

(h) When the bending moment Mr and the bending moment Mc are set toMr=Mc, the column base 111A is in a rigid joint state with respect tothe foundation 114 (the column base 111A does not rotate, and theintersecting angle between the column 111 and the foundation is notdisplaced), and deformation of the column 111 can be reduced.

(i) When the bending moment Mr and the bending moment Mc are set toMr>Mc, the column base 111A has deformation due to Mc, which is movedback in a reverse direction by Mr, and becomes in a super rigid jointstate, so that deformation of the column 111 can be reduced as comparedwith the above mentioned (d). The coupling member 121 moves in the sheardirection.

(1) When the shear force Q2 having the same direction as the shear forceQ1 exerted on the column 111 is exerted on the coupling member 121,supporting point reaction force Q=Q1+Q2, which the foundation 114 exertson the two rods 122A and 122B, is increased; therefore, the axial forcesTa and Tb of the two rods 122A and 122B are increased, the bendingmoment Mr is increased, and effect due to providing the two rods 122Aand 122B can be further improved.

(k) The above mentioned (a) to (j) can be realized in the jointconnection 120 in which the lower structure is the foundation 114 andthe column 111 of the building structure 110 is joined to the foundation114.

Embodiment 9 FIG. 22

As shown in FIG. 22, a building structure 160 is of a frame structure ofa rectangular box frame structure. In each of the long-sides andshort-sides that are mutually orthogonal as seen from the top, a ceilingbeam 162 is rigidly joined to joint pieces 162A that are rigidly joinedto the upper ends of mutually parallel arranged columns 161 and 161;accordingly, the upper ends of the columns 161 and 161 are coupled. Atthe same time, a floor beam 163 (horizontal member) is rigidly joined tojoint pieces 163A that are rigidly joined to the lower ends (column base161A) of the mutually parallel arranged columns 161 and 161;accordingly, the lower ends of the columns 161 and 161 are coupled.

In each of the long-sides and short-sides, the building structure 160has respective column bases 161A of the columns 161 and 161, each of thecolumn bases 161A being joined to a lower story structure 170 (lowerstructure) by the column base joint connection 120 of the column basejoint trestle 120A of the embodiment 8.

The lower story building structure 170 is of a frame structure in whichcolumns 171 and a beam 172 are rigidly joined, and the column base 161Aof the column 161 of the upper story building structure 160 is joined tothe beam 172 by the column base joint connection 120.

A supporting mechanism of the building structure 160 is substantiallythe same as the supporting mechanism of the building structure 110.Therefore, when shear force Q1 is exerted on the column 161 of thebuilding structure 160 and axial forces Ta and Tb are generated in tworods 122A and 122B, and as a result, a coupling member 121 is moved inthe same shear direction by the shear force Q1, a bending moment Mrgenerated in the column base 161A (a rigid joint point with the couplingmember 121) due to the axial forces Ta and Tb of the two rods 122A and122B is in a reverse direction to a bending moment Mc generated in thecolumn base 161A (the rigid joint point with the coupling member 121)due to the shear force Q1 exerting on the column 161. In addition, shearforce Q2 (wall load, wind pressure, and the like corresponding to lowerhalf of the column 161) in the same direction as that of the shear forceQ1 exerted on the column 161 is exerted on the coupling member 121.

According to the present embodiment, substantially the same operationeffects as the embodiment 1 are achieved.

Embodiment 10 FIGS. 23 to 26

A column base joint connection 120 of a column base joint trestle 120Aof an embodiment 10 is different from that of the embodiment 8 in thefollowing points.

That is, as shown in FIGS. 23 to 26, in the column base joint trestle120A of the embodiment 10, a coupling member 121 is a cross member madeof steel plate, a rod 122A is a vertical member made of square steelpipe, and a rod 122B is a diagonal member made of shape steel.

Then, the column base joint trestle 120A of the embodiment 10 forms thecolumn base joint connection 120 as follows (see FIGS. 20 and 21). Thelong-side (the short-side is also the same) will be described below.

(1) The column base joint trestle 120A is placed on a foundation 114,and a pair of rods 122 combined of two rods 122A and 122B is providedbetween the foundation 114 and the coupling member 121. The two rods122A and 122B each have their lower end (r1 and s1) pin-jointed(applicable even in a rigid joint) to the foundation 114 by anchor bolts123 and 124; the upper end (r2) of the rod 122A is pin-jointed(applicable even in the rigid joint) to the coupling member 121 bywelding (welding length is short); and the upper end (s2) of the rod122B is rigidly joined to the coupling member 121 by welding (weldinglength is long). An upper interval between the two rods 122A and 122B isnarrower than a lower interval therebetween (the rods 122A and 122B areformed in a truncated chevron shape with each other, and the upperinterval on the column 111 side is made narrower than the lower intervalon the foundation 114 side). In the present embodiment, the rod 122A onthe shear forward side along a direction of horizontal shear force Q1exerted on the column 111 is vertically arranged, and the rod 122B onthe shear backward side is tilted forward.

(2) A building structure 110 is placed on joint portions of the couplingmember 121 and the rods 122A and 122B of the column base joint trestle120A. In the present embodiment, a lower end plate 111B of a column base111A is placed on an upper end plate 131 of the rod 122A; and a lowersurface 113B on the free end side of a joint piece 113A is placed on anupper end plate 132 of the rod 122B. At this time, an outsidemeasurement distance L between the column base 111A and the joint piece113A of the building structure 110 is made small as compared with anoutside measurement distance K between the upper end plate 131 of therod 122A and the upper end plate 132 of the rod 122B. In addition, theupper end plate 131 of the rod 122A and the upper end plate 132 of therod 122B are located at the same level surface, and an upper surface ofthe coupling member 121 is lower than their level surface by a gap G; sa result, the gap G is formed between the upper surface of the couplingmember 121 and the lower surface of the joint piece 113A.

(3) A bolt 141 is passed through the upper end plate 131 of the rod 122Avia a washer 141A, and is fixed to a fixing block 141B that is welded tothe backside of the lower end plate 111B of the column base 111A.

(4) The coupling member 121 is tensionally joined to a beam member 113that is rigidly joined to the column base 111A of the column 111.Specifically, a resilient bridging member 150 is provided on theopposite side (backside) with respect to the column base 111A pointpiece 113A) in the coupling member 121 that is tensionally joined to thecolumn base 111A (including the floor beam joint piece 113A welded tothe column base 111A) of the column 111. The resilient bridging member150 is formed in a V shape. The one end of the resilient bridging member150 is supported by being welded to the upper end plate 131 of the rod122A, and the other end of the resilient bridging member 150 issupported by being welded to the upper end side of the rod 122B. Anintermediate portion of the resilient bridging member 150 is separatedfrom the backside of the coupling member 121 to form a rational crosssection with small deformation. A bolt 151 passes through anintermediate portion of the resilient bridging member 150, anintermediate portion of the coupling member 121, the joint piece 113Arigidly joined to the column base 111A of the column 111, and the floorbeam 113 in the joint piece 113A via a washer 151A; and a nut 151B isfixed on the inner surface side of the floor beam 113. The bolt 151 canbe a high strength bolt. Tensile force introduced to the bolt 151becomes a resistance force (tear-off resistance force) against atear-off force that tears off the column base 111A from the couplingmember 121, and the column base 111A and the coupling member 121 arejoined so as to resiliently pull.

A supporting mechanism according to the column base joint connection 120of the building structure 110 of the embodiment 10 is substantially thesame as the supporting mechanism of the column base joint connection 120of the embodiment 8. Therefore, when shear force Q1 is exerted on thecolumn 111 of the building structure 110 and axial forces Ta and Tb aregenerated in the two rods 122A and 122B, and as a result, a couplingmember 121 is moved in the same shear direction by the shear force Q1, abending moment Mr generated in the column base 111A (a tensile jointpoint with the coupling member 121), due to the axial forces Ta and Tbof the two rods 122A and 122B, is in a reverse direction to a bendingmoment Mc generated in the column base 111A (the tensile joint pointwith the coupling member 121), due to the shear force Q1 exerting on thecolumn 111. In addition, shear force Q2 (wall load, wind pressure, andthe like corresponding to lower half of the column 111) in the samedirection as that of the shear force Q1 exerted on the column 111 isexerted on the coupling member 121.

A tear-off prevention mechanism with respect to the column base jointtrestle 120A of the building structure 110 characteristic of theembodiment 10 will be described below (FIG. 24).

(1) An introduction tensile force P0 is introduced to the bolt 151 inwhich the resilient bridging member 150 attached on the backside of thebase member 121 and the column base 111A point piece 113A) of the column111 are tensionally joined.

(2) When a distance between the bolt 151 and the column 111 is d1 and adistance between a contact point of the column base 111A point piece113A) and the base member 121 (upper end plate 132) and the column 111is d2, a tear-off resistance force F is generated at the contact pointof the column base 111A point piece 113A) and the base member 121 (upperend plate 132). The tear-off resistance force F makes the buildingstructure 110 rotate with respect to the column base joint trestle 120Adue to a lateral force P (FIG. 5) exerted on the building structure 110.The tear-off resistance force is a resistance force against the tear-offforce that tears off the column base 111A of the building structure 110from the base member 121 of the column base joint trestle 120A, and isF=P0×(d1/d2); for example, F is F=1.22 tons provided that P0, d1, and d2are set: P0=1.97 tons, d1=155 mm, and d2=250 mm.

(3) The column base 111A is not torn off from the base member 121 untilthe tear-off force exerting on the contact point of the column base 111Apoint piece 113A) and the base member 121 (upper end plate 132) due tothe lateral force P exceeds the tear-off resistance force F.

According to the present embodiment, the following operation effects areachieved in addition to the operation effects of the embodiment 8.

(a) The coupling member 121 is tensionally joined to the column base111A, a pair of rods 122 combined of two rods 122A and 122B is providedbetween the foundation 114 and the coupling member 121, the two rods122A and 122B each have their lower end joined to the foundation 114 andtheir upper end joined to the coupling member 121, and the upperinterval between the two rods 122A and 122B is narrower than the lowerinterval therebetween; accordingly, the axial forces Ta and Tb of thetwo rods 122A and 122B exert the bending moment Mr on the couplingmember 121, and the bending moment Mr reduces deformation of the column111 (displacement of the intersecting angle between the column 111 andthe foundation) and operates so as to minimize deformation of the entirebuilding.

(b) Tensile force tensionally jointing the coupling member 121 to thecolumn base 111A is introduced between the column base 111A and thecoupling member 121. As a result, the introduction tensile force becomesa resistance force (tear-off resistance force) against the tear-offforce that tears off the column base 111A from the coupling member 121;rotation of the building structure 110 with respect to the couplingmember 121 (rotation θ of the column 111 with respect to a verticalline, and rotation θ of the floor beam 113 with respect to a horizontalline shown in FIG. 20) is reduced; and deformation of the entirebuilding can be stably minimized.

(c) The length of the coupling member 121 made of the cross member canbe lengthened irrespective of a position of the tensile joint point ofthe coupling member 121 fixed to the column base 111A (including thefloor beam joint piece 113A welded to the column base 111A). This meansthat the flange length f from the above described tensile joint point ofthe coupling member 121 and the column base 111A to the joint point ofthe coupling member 121 and the rod 122B can be lengthened; therefore,the previously described (a) bending moment Mr, which the axial forcesTa and Tb of the two rods 122A and 122B exert on the coupling member121, can be increased (the reason is previously described). With thisconfiguration, deformation of the entire building can be surelyminimized.

(d) Variation in shear force Q2 exerted on the coupling member 121 canbe avoided by rigidly jointing the upper ends of the coupling member 121(cross member) and the rods (diagonal member 122B and/or vertical member122A). A joint point r1 of the lower end of one rod 122A and thefoundation 114, a joint point r2 of the upper end of the rod 122A andthe coupling member 121 (cross member), a joint point s1 of the lowerend of the other one rod 122B (diagonal member) and the foundation 114,and a joint point s2 of the upper end of the rod 122B and the couplingmember 121 (cross member) will be considered. At this time, if all ther1, r2, s1, and s2 are pin joints, the previously described (a) bendingmoment Mr, which the axial forces Ta and Tb of the two rods 122A and122B exert on the coupling member 121, becomes large; however, thestrength of the building structure 110 is largely dependent on a ratiobetween the shear force Q1 exerted on the column 111 and the abovedescribed Q2, and the strength of the building structure 110 cannot bepreliminarily specified. On the other hand, if the coupling member 121(cross member) and the upper ends (r2 and/or s2) of the rods (diagonalmember 122B and/or vertical member 122A) are rigidly joined, the bendingmoment Mr does not become large to the extent mentioned above; however,the difference in the strength of the building structure 110 due to theratio between Q1 and Q2 is almost eliminated, and the strength of thebuilding structure 110 can be preliminarily specified without dependingon plans.

(e) Both ends of the resilient bridging member 150 are supported to thecoupling member 121 or the rods 122A and 122B, the intermediate portionof the resilient bridging member 150 is made apart from the couplingmember 121, and the bolt 151 passing through the intermediate portion ofthe resilient bridging member 150 and the coupling member 121 istensionally joined to the column base 111A of the column 111; andaccordingly, the coupling member 121 can be tensionally joined to thecolumn base 111A by a simple structure.

Embodiment 11 FIG. 27

As shown in FIG. 27, a building structure (building unit) 160 is of aframe structure of a rectangular box frame structure. In each of thelong-sides and short-sides that are mutually orthogonal as seen from thetop, a ceiling beam 162 is rigidly joined to joint pieces 162A that arerigidly joined to the upper ends of mutually parallel arranged columns161 and 161; accordingly, the upper ends of the columns 161 and 161 arecoupled. At the same time, a floor beam 163 (horizontal member) isrigidly joined to joint pieces 163A that are rigidly joined to the lowerends (column base 161A) of the mutually parallel arranged columns 161and 161; and accordingly, the lower ends of the columns 161 and 161 arecoupled.

In each of the long-sides and short-sides, the building structure 160has respective column bases 161A of the columns 161 and 161, each of thecolumn bases 161A being joined to a lower story structure 170 (lowerstructure) by the column base joint connection 120 of the column basejoint trestle 120A of the embodiment 8.

The lower story building structure 170 is of a frame structure in whichcolumns 171 and a beam 172 are rigidly joined, and the column base 161Aof the column 161 of the upper story building structure 160 is joined tothe beam 172 by the column base joint connection 120.

A supporting mechanism of the building structure 160 is substantiallythe same as the supporting mechanism of the building structure 110.Therefore, when shear force Q1 exerted on the column 161 of the buildingstructure 160 and axial forces Ta and Tb are generated in two rods 122Aand 122B, and as a result, a coupling member 121 is moved in the sameshear direction by the shear force Q1, a bending moment Mr generated inthe column base 161A (a tensile joint point with the coupling member121), due to the axial forces Ta and Tb of the two rods 122A and 122B,is in a reverse direction to a bending moment Mc generated in the columnbase 161A (the tensile joint point with the coupling member 121) due tothe shear force Q1 exerted on the column 161. In addition, shear forceQ2 (wall load, wind pressure, and the like corresponding to lower halfof the column 161) in the same direction as that of the shear force Q1exerted on the column 161 is exerted on the coupling member 121.

According to the present embodiment, substantially the same operationeffects as the embodiment 1 are achieved.

Embodiment 12 FIGS. 28 to 30

As shown in FIGS. 28 and 29, a beam structure 210 comprising a bridge orthe like has beam ends 211A on both ends of a simple beam 211, the beamends 211A being joined to strong rigid bodies 212 on both sides by beamjoint connections 220, respectively. In addition, a longitudinaldirection of the beam 211 is arranged in a horizontal direction, and avertical load L is exerted on the beam 211. The composition of the beamjoint connection 220 will be described below (composition of therespective beam joint connections 220 provided on the beam ends 211A onboth ends of the beam 211 are substantially the same, and mainly, thecomposition of the beam joint connection 220 provided on the beam end211A on one end will be described).

The beam joint connection 220 rigidly joints a flange 221A to the beamend 211A, and the flange 221A serves as a base member 221.

The beam joint connection 220 is provided with a pair of rods 222combined of two rods 222A and 222B between the rigid body 212 and thebase member 221. The two rods 222A and 222B each have one endpin-jointed (applicable even in a rigid joint) to the rigid body 212 andtheir other end pin-jointed (applicable even in the rigid joint) to thebase member 221. The other end interval between the two rods 222A and222B is narrower than the one end interval therebetween (the rods 222Aand 222B are formed in a truncated chevron shape with each other, sothat the other end interval on the beam 211 side is made narrower thanthe one end interval on the rigid body 212 side). In the presentembodiment, the rod 222A on the shear forward side along a direction ofvertical shear force L exerted on the beam 211 is tilted backward, andthe rod 222B on the shear backward side is tilted forward.

A supporting mechanism of the beam structure 210 will be described belowabout the beam joint connection 220 provided on one end side of the beam211 (FIG. 30).

(1) The vertical shear force L is exerted on the beam 211. A verticalshear force L1, having the same direction as the shear force L exertedon the beam 211, is exerted on the base member 221 of the beam jointconnection 220 provided on the beam end 211A on the one end side of thebeam 211. In addition, a vertical shear force L2 having the samedirection as the shear force L exerted on the beam 211 also is exertedon the base member 221 of the beam joint connection 220 provided on thebeam end 211A on the other end side of the beam 211. The shear force Lis L=L1+L2.

At this time, in the beam joint connection 220, a supporting pointreaction force R1 (R2 in the case of the beam joint connection 220provided on the other end side of the beam 211) is exerted on the jointportions of the two rods 222A and 222B to the rigid body 212. R1+R2=Land R1×a=R2×b are made, where distances between points of action of theshear force L to the beam 211 and a point of action of supporting pointreaction forces R1 and R2 to the rigid body 212 are a and b,respectively.

(2) A bending moment Mc1 (Mc2 in the case of the beam joint connection220 provided on the other end side of the beam) due to the shear force Lexerted on the beam 211 is generated in a beam end 211A (a rigid jointpoint with the base member 221).

(3) Axial forces Ta and Tb are generated in the respective rods 222A and222B by the supporting point reaction force R1 exerted on the two rods222A and 222B. In addition, the axial forces Ta and Tb are generatedwhen the base member 221 is made to move towards the same sheardirection by the shear force L1 exerted on the beam 211.

Then, a bending moment Mr1 (Mr2 in the case of the beam joint connection220 provided on the other end side of the beam) due to the axial forcesTa and Tb of the two rods 222A and 222B is generated at the beam end211A (the rigid joint point with the base member 221). The bendingmoment Mr1 is in a reverse direction to that of a bending moment Mc1.The bending moment Mr1 lowers the other end of the rod 222A on the shearforward side, and raises the other end of the rod 222B on the shearbackward side, so that the base member 221 is slightly rotated.

The following equations (1) to (5) are formed when horizontal componentsof the axial forces Ta and Tb are Ha and Hb, vertical components thereofare Va and Vb, arm lengths of the moments with respect to the beam end211A (the rigid joint point with the base member 221) of the axialforces Ta and Tb are a and b, a flange length from a joint point withthe beam end 211A to a joint point with the rod 222A in the base member221 is f and a flange length therefrom to a joint point with the rod222B is f, an intersecting angle made by the rod 222A with respect tothe rigid body 212 is θa (FIG. 30), and an intersecting angle made bythe rod 222B with respect to the rigid body 212 is θb (FIG. 30). Inaddition, axial force of the beam 211 is disregarded.

R1=Va+Vb  (1)

Ha+Hb=0  (2)

Mr1=Ta×a+Tb+b  (3)

Mr1=(Va/cos θa)×a+(Vb/cos θb)×b  (4)

a=f·sin θa,b=f·sin θb  (5)

Therefore, in order to increase the bending moment Mr1, there isrequired an increase in angles θa and θb of the rods 222A and 222B, anincrease in the flange length f of the base member 221, or an increasein the shear force L1 exerted on the base member 221.

The increase in the shear force L1 exerted on the base member 221 can berealized by receiving the vertical load L by beam members andtransferring the same to the base member 221.

Furthermore, in the case where the joint of the rod 222A (222B) and thebase member 221 or the rigid body 212 is pin-jointed, resistance againstmovement of the base member 221 is small; therefore, the base member 221is largely moved, and Mr1 can also be increased. In the case of therigid joint, since the resistance against movement of the base member221 is large, Mr1 is small as compared with the pin joint; however,deformation of the rod 222A (222B) is very small, and therefore,generation of microvibration can be suppressed.

(4) In the case of Mr1=Mc1, the beam end 211A is in a rigid joint state(the beam end 211A does not rotate, and a relative angle between thebeam 211 and the rigid body 212 is invariance).

(5) In the case of Mr1>Mc1, the beam end 211A is moved back in a reversedirection to a deformation direction due to Mc1. This is referred to asa super rigid joint state. The base member 221 moves to the sheardirection (direction of L).

(6) In the case of Mr1<Mc1, the beam end 211A is in a semi rigid jointstate (weaker than the rigid joint). The base member 221 moves in areverse direction to the shear direction.

According to the present embodiment, the following operation effects areachieved.

(a) The base member 221 is rigidly joined to the beam end 211A, a pairof rods 222 combined of two rods 222A and 222B is provided between therigid body 212 and the base member 221, the two rods 222A and 222B eachhave one end joined to the rigid body 212 and their other end joined tothe base member 221, and the other end interval between the two rods222A and 222B is made narrower than one end interval therebetween; andaccordingly, the axial forces Ta and Tb of the two rods 222A and 222Bexert the bending moment Mr1 on the base member 221, and the bendingmoment Mr1 reduces deformation of the beam 211 (displacement of theintersecting angle between the beam 211 and the rigid body) and operatesso as to minimize deformation of the entire beam.

(b) When the shear force L is exerted on the beam 211 of the beamstructure 210 and the axial forces Ta and Tb are generated in the tworods 222A and 222B, the bending moment Mr1, generated in the beam end211A due to the axial forces Ta and Tb of the two rods 222A and 222B, isin a reverse direction to the bending moment Mc1 generated in the beamend 211A due to the shear force L exerted on the beam 211. Therefore,the deformation of the beam 211 due to the bending moment Mc1 anddeformation of the beam 211 due to the bending moment Mr1 are balancedout with each other, the deformation of the beam 211 is reduced, and thedeformation of the entire building is minimized.

(c) As described above in (a) and (b), the deformation of the beam 211can be reduced by the bending moments Mr1 and Mc1 exerting on the basemember 221; therefore, one end of the two rods 222A and 222B are notrigidly joined to the rigid body 212, but, deformation of the beam 211is reduced even in the case of easily pin-jointing, and deformation ofthe entire building can be minimized.

(d) When the bending moment Mr1 and the bending moment Mc1 are set toMr1=Mc1, the beam end 211A is in a rigid joint state with respect to therigid body 212 (the beam end 211A does not rotate, and the intersectingangle between the beam 211 and the rigid body 212 is not displaced), anddeformation of the beam 211 can be reduced.

(e) When the bending moment Mr1 and the bending moment Mc1 are set toMr1>Mc1, the beam end 211A has deformation due to Mc1, which is movedback in a reverse direction by Mr1, and becomes in a super rigid jointstate, so that deformation of the beam 211 can be reduced as comparedwith the above mention (d). The base member 221 moves in the sheardirection.

INDUSTRIAL APPLICABILITY

A beam joint connection according to the present invention can beapplied to a beam hung on a reinforced concrete (referred to as RC)structure (rigid body), a beam hung on a tunnel wall (rigid body), abeam hung on a basement wall (rigid body), a bridge hung on a bridgepier (rigid body), a beam hung on a steel structure (rigid body), a beamhung on a tower (rigid body), and a beam hung on a hull (rigid body).

1. A joint connection in which a beam end and a column base of astructure, or a peripheral member rigidly joined thereto, are joined toanother structure capable of receiving a bending moment via supportingmeans, wherein a deformation due to a very small geometric movementwithin a resilient range is generated in the supporting means by areaction force generated at a joint portion with the other structure dueto an external force exerted on a beam or a column, thereby beingcapable of generating a bending moment Mr in a reverse direction to abending moment Mc generated in the column base or the beam end.
 2. Thejoint connection of the beam end according to claim 1, wherein thesupporting means is a combination of at least two rods, each rod havingone end joined to the beam end or the peripheral member and the otherend joined to a lateral structure; and the one end and the other end ofeach of the rods being separated respectively, and an interval betweenthe one end of each of the rods is narrower than an interval between theother end of each of the rods.
 3. The joint connection of the beam endaccording to claim 1, wherein the supporting means is a combination ofat least two rods, each rod having one end coupled by a coupling member,the coupling member being joined to the beam end or the peripheralmember, and the other end of each rod is joined to a lateral structure;and the one end and the other end of each of the rods being separatedrespectively, and an interval between the one end of each of the rods isnarrower than an interval between the other end of each of the rods. 4.The joint connection of the column base according to claim 1, whereinthe supporting means is a combination of at least two rods, each rodhaving a lower end joined to a lower structure and an upper end joinedto the column base or the peripheral member; and the upper ends and thelower ends of the rods are separated respectively, and an upper endinterval is made narrower than a lower end interval.
 5. The jointconnection of the column base according to claim 1, wherein thesupporting means is a combination of at least two rods, each rod havinga lower end joined to a lower structure, an upper end coupled by acoupling member, and the coupling member joined to the column base orthe peripheral member; and the upper ends and the lower ends of the rodsbeing separated respectively, and an upper end interval being madenarrower than a lower end interval.
 6. The joint connection of thecolumn base according to claim 5, wherein the building structure isplaced on a coupling portion of the coupling member and the rods.
 7. Thejoint connection of the column base according to claim 5, wherein one ofjoint portions of the coupling member and the rods is a rigid joint. 8.The joint connection of the column base according to claim 5, whereinthe joint of the column base or the peripheral member and the couplingmember is of a tensile joint where introduction tensile force is exertedtherebetween.
 9. The joint connection of the column base according toclaim 8, wherein the tensile joint is provided with a resilient bridgingmember at the bottom of the coupling member, the resilient bridgingmember having both ends supported to the coupling member or the rods,the resilient bridging member having an intermediate portion which isseparated from the coupling member to be a rational cross section withsmall deformation, and the intermediate portion of the resilientbridging member and the coupling member is passed through by a boltwhich is joined to the column base or the peripheral member.
 10. Thejoint connection according to claim 1, wherein the moments are Mr=Mc.11. The joint connection according to claim 1, wherein the moments areMr>Mc.
 12. The joint connection of the column base according to claim 1,wherein the lower structure is a foundation.
 13. The joint connection ofthe column base according to claim 1, wherein the lower structure is alower story building structure.
 14. A building comprising a framestructure which includes a plurality of columns, at least one of thecolumns being joined to a lower structure by the joint connection of thecolumn base according to claim
 1. 15. A building comprising beams, atleast one of the beams being joined to a lateral structure by the jointconnection of the beam end according to claim
 1. 16. A bridge comprisingbeams, at least one of the beams being joined to a lateral structure bythe joint connection of the beam end according to claim
 1. 17. The jointconnection of the column base according to claim 6, wherein one of jointportions of the coupling member and the rods is a rigid joint.
 18. Thejoint connection of the column base according to claim 6, wherein thejoint of the column base or the peripheral member and the couplingmember is of a tensile joint where introduction tensile force is exertedtherebetween.
 19. The joint connection of the column base according toclaim 7, wherein the joint of the column base or the peripheral memberand the coupling member is of a tensile joint where introduction tensileforce is exerted therebetween.
 20. The joint connection according toclaim 2, wherein the moments are Mr=Mc.